HomeMy WebLinkAbout1935 CALLE BARCELONA; 132; CB053498; Permit09-08-2006
City of Carlsbad
1635 Faraday Av Carlsbad, CA 92008
Commercial/Industrial Permit Permit No: CB053498
Building Inspection Request Line (760) 602-2725
Job Address:
Permit Type:
Parcel No:
Valuation:
Occupancy Group:
Project Title:
1935 CALLE BARCELONA CBAD St: 132
Tl Sub Type:
2550120400 Lot#:
$20,000.00 Construction Type:
Reference #:
ANTHROPOLOGIE
STORAGE RACKS
INDUST
0
NEW
Applicant:
NADEL ARCHITECTS
SUITE 1025
625 BROADWAY 92121
619-232-8424
Status: PENDING
Applied: 10/06/2005
Entered By: MDP
Plan Approved:
Issued:
Inspect Area:
Plan Check#:
Owner:
BORDERS INC <LF> FOURTH QUARTER PROPERTIES XXX L
C/0 DELOITTE TAX LLP
PO BOX 131071
CARLSBAD CA 92013
Building Permit
Add'l Building Permit Fee
Plan Check
Add'l Plan Check Fee
Plan Check Discount
Strong Motion Fee
Park Fee
LFM Fee
Bridge Fee
BTD #2 Fee
BTD #3 Fee
Renewal Fee
Add'l Renewal Fee
Other Building Fee
Pot. Water Con. Fee
Meter Size
Add'l Pot. Water Con. Fee
Reel. Water Con. Fee
$176.69 Meter Size
$0.00 Add'l Reel. Water Con. Fee
$114.85 Meter Fee
$0.00 SDCWA Fee
$0.00 CFD Payoff Fee
$4.20 PFF (3105540)
$0.00 PFF (4305540)
$0.00 License Tax (3104193)
$0.00 License Tax (4304193)
$0.00 Traffic Impact Fee (3105541)
$0.00 Traffic Impact Fee (4305541}
$0.00 PLUMBING TOTAL
$0.00 ELECTRICAL TOTAL
$0.00 MECHANICAL TOTAL
$0.00 Master Drainage Fee
Sewer Fee
$0.00 Redev Parking Fee
$0.00 Additional Fees
HMP Fee
TOTAL PERMIT FEES
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
??
$295.74
Total Fees:$295.74 Total Payments To Date:$295.74 Balance Due:$0.00
BUILDING PLANS
IN STORAGE
. ATT ACHED
Inspector:
FINAL APPROVAL
Date Clearance:
NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of lees, dedications, reservations, or other exactions hereafter collectively
referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must
follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for
processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack,
review, set aside, void, or annul their imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity
changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any
fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired.
PERMIT APPLICATION
CITY OF CARLSBAD BUILDING DEPARTMENT
1635 Faraday Ave., Carlsbad, CA 92008
FOR OFFICE USE ONLY
PLAN CHECK
EST. VAL.
Plan Ck. Deposit
Validated By
Date
Address (include, Bldg/Suite *)i fas Business Name (at this address)
Legal Description Lot No.Subdivision Name/Number Unit No.Phase No.Total # of units
Description of Work i. FT. *of Stories
ilib^^to-'li'fS '^WJ&^'tfeySfi^ &H-&.-K'
Neme Address Fax*
^JQ7;C.cSftyiDM
\ City ' Staie/^ip/
•^*P«- s
(Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its
issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law
[Chapter 9, commanding with Section 7000 of Division 3 of the Business and Professions Code! or that he is exempt therefrom, and the basis for the alleged
exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars 1S5O01),
MUfoM*,^ LWJPJiOj
Name |
State License *
i/y\B v®t— "
Address
License Class
City State/Zip
City Business License »
Telephone #
Designer Name
State License *
Address City State/Zip Telephone
Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations:
D I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance
of the work for which this permit is issued.
Q I have and will maintain workers' compensation, aa required by Section 370O of the Labor Code, for the performance of the work for which this permit is
issued. My worker's compensation insurance carrier and policy number are:
Insurance Company Policy No. Expiration Date_
(THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT 18 FOR ONE HUNDRED DOLLARS [MOO] OR LESS)
Q CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in eny manner so as
to become subject to the Workers' Compensation Laws of California.
WARNING: Failure to secure workers' compensation coverage to unlawful, and she! subject an employer to criminal penalties end civi fines up to one hundred
thousand doMars ($100,000), in addition to the cost of compensation, damages aa provided for In Section 3706 of the Labor code. Interest and attorney's fees.
SIGNATURE DATE
I hereby affirm that I am exempt from the Contractor's License Law for the following reason;
Q I, as owner of the property or my employees with wages as their sola compensation, will do the work and the structure is not intended or offered for sale
(Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does
such work himself or through his own employees, provided that such improvements ere not intended or offered for sale. If, however, the building or improvement is
sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale).
Q I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The
Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed
pursuant to the Contractor's License Law).
I am exempt under Section Business and Professions Coda for this reason:
QNO1 . I personally plan to provide the major labor and materials for construction of the proposed property improvement. D YES
2. I (have / have not) signed an application for a building permit for the proposed work.
3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number):
4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise end provide the major work (include name / address / phone
number / contractors license number): _ ______________ _
6. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / typeof work):____ _ _
PROPERTY OWNER SIGNATURE DATE
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk managemant and prevention
program under Sections 26505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D YES D NO
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES Q NO
Is the facility to be constructed within 1 ,000 feet of the outer boundary of a school site? Q YES Q NO
IF ANY OF THE ANSWERS ARE YES. A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE
REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code).
LENDER'S NAME LENDER'S ADDRESS
I certify that I have reed the application and state that the above information Is correct and that the information on the plans is accurate. I agree to comply with all
City ordinances and State laws relating to building construction. I hereby authorize representatives of the CitV of Carlsbad to enter upon the above mentioned
property for inspection purposes. I ALSO AGREE TO SAVE. INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES
JUDGMENTS. COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.
OSHA: An OSHA permit is required for excavations over 5'0" deep end demolition or construction of structures over 3 stories in height.
EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void If the building or work
authorized by such permit is not commenced Within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned
at any time after the work is codwneqcaa to/a Bdrtoa of 180 days/Section 106.4.4 Uniform Building Code).
APPLICANT'S SIGNATURE DATE
WHITE: File YELLOW: Applicant PINK: Finance
City of Carlsbad Bldg Inspection Request
For: 12/18/2006
Permit* CB053498
Title: ANTHROPOLOGIE
Description: STORAGE RACKS
Inspector Assignment: PY
1935 CALLE BARCELONA
132 Lot 0
Type:TI Sub Type: INDUST
Job Address:
Suite:
Location:
APPLICANT NADEL ARCHITECTS
Owner:
OIDNT SAY WHAT WAS NEED
Phone: 6195207675
Inspector:
Total Time:Requested By: STEVE
Entered By: CHRISTINE
CD Description
14 Frame/Steel/Bolting/Welding
Act _ Comment
Comments/Notices/Holds
Associated PCRs/CVs Original PC#
Inspection History
Date Description Act insp Commentsto PY '•••--•••- •
City of Carlsbad Bldg Inspection Request
For: 09/11/2006
Permit* CB053498
Title: ANTHROPOLOGIE
Description: STORAGE RACKS
Type:TI Subtype: INDUST
Job Address: 1935 CALLE BARCELONA
Suite: 132 Lot 0
Location:
APPLICANT NADEL ARCHITECTS
Owner:
Remarks: PLEASE INSPECT AFTER 10AM
Inspector Assignment:
Phone: 6195207675
Inspector:
Total Time:
CD Description Act Comment
14 Frame/Steel/Bolting/Welding
Requested By: STEVE
Entered By: CHRISTINE
Comments/Notices/Hold
Associated PCRs/CVs Original PC#
Inspection History
Date Description Act Insp Comments
CITY OF CARLSBAD
BUILDING DEPARTMENT
DATE
NOTICE
LOCATION
PERMIT NO.
(760) 602-2700
1635 FARADAY AVENUE
TIME
JLhuJ
y—
FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE?
FOR
YES
PHONE
CODE ENFORCEMENT OFFICER
EsGil Corporation
In (Partners Rip witft government for Quitting Safety
DATE: 12/1/OS a APPLICANT
da JURIST
JURISDICTION: City of Carlsbad Q PLAN REVIEWER
Q FILE
PLAN CHECK NO.: 05-3498 SET: II
PROJECT ADDRESS: 1935 Calle Barcelona #132, Bldg. 2
PROJECT NAME: Storage Racks for Anthropologie
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
X] The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies identified below are resolved and checked by building department staff.
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
The applicant's copy of the check list has been sent to:
XI Esgil Corporation staff did not advise the applicant that the plan check has been completed.
Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone #:
Date contacted: y.li!0$ (by: &T) / Fax #:
Mail Telephone \/ Fax In Person , \Ls
REMARKS: 1. Fire Department approval is rfcqdired. 2. City to field verify that the path of travel
from the handicapped parking space to the/rack area and the bathrooms serving the rack area
comply with all the current disabled access requirements.
By: David Yao Enclosures:
Esgil Corporation
n GA D MB n EJ D PC H/22 trnsmtl.dot
9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 4 Fax (858) 560-1576
^^^— t-\-l I I
EsGil Corporation
In Partnership witR government for <BuiCtfing Safety
DATE: 10/20/05
JURISDICTION: City of Carlsbad
PLAN CHECK NO.: 05-3498 SET: I
PROJECT ADDRESS: IMS CaUe Barcelona #132, Bldg. 2
PROJECT NAME: Storage Racks for Anthropologie
a APPLICANT
a PLAN REVIEWER
Q FILE
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies identified below are resolved and checked by building department staff.
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck. •:•• :
The applicant's copy of the check list is enclosed for the jurisdiction to forward to the:applicant
contact person. :; :
XI The applicant's copy of the check list has been sent to:
Nodal Architect (Hanna Scott) 625 Broadway #1025 San Diego, CA 92101
Esgil Corporation staff did not advise the applicant that the plan check has been completed.
XI Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Hanna Scott Telephone #: (619)232-8424
Date contacted: i^/oT (by:l£ ) Fax #:
Mail Telephone
REMARKS:
Fax — -"IrTperson
By: David Yao
Esgil Corporation
D GA D MB D EJ D PC
Enclosures:
10/10 trnsmtldot
9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576
City of Carlsbad 05-3498
10/2O/05
GENERAL PLAN CORRECTION LIST
JURISDICTION: City of Carlsbad PLAN CHECK NO.: 05-3498
PROJECT ADDRESS: 1915 Calle Barcelona #132, Bldg. 2
DATE PLAN RECEIVED BY DATE REVIEW COMPLETED:
ESGIL CORPORATION: 10/10 10/20/05
REVIEWED BY: David Yao
FOREWORD (PLEASE READ):
This plan review is limited to the technical requirements contained in the Uniform Building Code,
Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws
regulating energy conservation, noise attenuation and disabled access. This plan review is
based on regulations enforced by the Building Department. You may have other corrections
based on laws and ordinances enforced by the Planning Department, Engineering Department
or other departments. -
The following items listed need clarification, modification or change. Alt items must be satisfied
before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3,
1997 Uniform Building Code, the approval of the plans does not permit the Violation of any
state, county or city law. > ;, , v-
• Please make all corrections on the original tracings, as requested in the correction list. Submit
three sets of plans for commercial/industrial projects (two sets of plans for residential projects).
For expeditious processing, corrected sets can be submitted in one of two ways:
1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad
Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will
route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire
Departments.
2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320
Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining
sets of plans and calculations/reports directly to the City of Carlsbad Building Department for
routing to their Planning, Engineering and Fire Departments.
NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the
City Planning, Engineering and Fire Departments until review by EsGil Corporation is
complete.
• To facilitate rechecking, please identify, next to each item, the sheet of the plans upon
which each correction on this sheet has been made and return this sheet with the
revised plans.
• Please indicate here if any changes have been made to the plans that are not a result of
corrections from this list. If there are other changes, please briefly describe them and where
they are located on the plans. Have changes been made not resulting from this list?
Q Yes Q No
City of Carlsbad 05-3498
10/20/05
1 - Plans and calculations shall be signed by the California state licensed engineer or
architect where there are structural changes to existing buildings or structural additions.
Please include the California license number, seal, date of license expiration and date
plans are signed. Business and Professions Code. (All sheets of the plans shall be
signed and sealed by the engineer.)
2. Only the storage racks are included in this plan review
3. Provide a statement on the Title Sheet of the plans that this project shall comply with
Title 24 and 1997 UBC. (UBC 2222-2230)
4. UBC Section 107.2 requires the Building Official to determine the total value of all
construction work proposed under this permit. Please provide a signed copy of the
designer's or contractor's construction cost estimate of all work proposed.
5. Provide a note on the plans indicating if any hazardous materials will be stored and/or
used within the building which exceed the quantities listed in UBC Tables 3-D and 3-E.
6. The tenant space and new and/or existing facilities serving the remodeled area must be
accessible to and functional for the physically disabled. Show a oath of travel from the
handicapped parking space to the rack area and the bathrooms serving the rack area
comply with all the current disabled access requirements. Title 24, Part 2. .;_:,-,,:;"., .<. ..= . .,
7. Obtain Fire Department approval for groups F, M and S occupancy storage per UBC
Sections 306.8, 309.8 and 311.8. ::
8. Indicate the clearance from the new racks to the existing building walls and building
columns.
9. Note on the plans that the rack design loads will be posted per Section 2222.5.
10. Provide forklift protection per Section 2222.5.(or check the exception or note on the plan
that no forklift will be used in this area.)
11. The plan and calculation appears to show four different types of shelves. It appears to
there are different types of beams (Z-beam, low profile beam, SS beam..etc). All the
beam size, column size, connection details for each different type of shelf shall be clearly
identified on the plan with calculation to Justify it.
Recheck the "pallet" racks as follows:
12. Include the 25% increase in vertical loading for impact per Section 2228.2
13. Sheet 1/E of the calculation shows the storage load at 3.75 psf. The front page shows
HW shelves rated for 1000 pounds and all other shelves rated for 250 pounds. How the
loads at front page turn into the 3.75 psf? Please clarify.
City of Carlsbad 05-3498
10/2Q/05
14. The plan appears to show moment frame connection in longitudinal direction to resist the
seismic force. (?). Please clarify how to resist the lateral force in transverse direction?
Calculation?
15. Recheck all connections as follows:
a) The rivet bearing capacity is only dtFu = 0.406(0.0747)65 = 2 kips.
b) Provide calculations for all beam to bracket weld capacities per Section 2330
(allowable weld stress is the member thickness times 26 ksi times 1.33, or the
weld stress, whichever is lower).
16. Recheck the base plate anchors as follows:
a) Check the transverse seismic for overturning with only the top shelf loaded with
the force acting through the center of gravity of the top load per Section 2228.7.
17. Check the slab stress for the maximum transverse overturning axial load. Show the slab
thickness on the plans per the calculations. Check the maximum slab stress under the
base plate per Section 1915.4.2.
18. - The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive,
Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform
the plan review for your project. If you have any questions regarding these plan review
..-:. items, please contact David Yao at Esgil .Corporation. Thank you. ... :
City of Carlsbad 05-3498
10/20/05
VALUATION AND PLAN CHECK FEE
JURISDICTION: City of Carlsbad PLAN CHECK NO.: 05-3498
PREPARED BY: David Yao DATE: 10/20/05
BUILDING ADDRESS: 1915 Calle Barcelona #132, Bldg. 2
BUILDING OCCUPANCY: TYPE OF CONSTRUCTION:
BUILDING
PORTION
storage racks
Air Conditioning
Fire Sprinklers
TOTAL VALUE
Jurisdiction Code
AREA
( Sq. Ft.)
cb
Valuation
Multiplier
.
.,, . - .
-'. -
By Ordinance
Reg.
Mod.
estimate
'.' . - ' . ;
VALUE ($)
20,000
.- "•,',•• il •' -
,> <-:->:•• - .
L 20,000
$176.69
Plan Check Fee by Ordinance
Type of Review:
CD Repetitive FeeRepeats
Complete Review
D Other
.-, Hourly
Structural Only
Hour*
Esgil Plan Review Fee
$114.85
$98.95
Comments:
Sheet 1 of 1
macvalue.doc
Carlsbad Fire Department
Plan Review Requirements Category; TI, INDUST
/*Date of Report: 10-13-2005 Reviewed by: 6y
Name: NADEL ARCHITECTS
Address:
SUITE 1025
625 BROADWAY
SAN DIEGO CA 92121
Permit #: CB053498
Job Name: ANTHROPOLOGIE
Job Address: 1935 CALLE BARCELONA CBAD St: 132
INCOMPLETE The item >ou have submitted for review is incomplete. At this time, thia office cannot
adequately conduct a review to determine compliance with tho applicable oodoa and/or standards. Please review
"CSFCflltTy &il COIlU!ldT[5 a.™AiliCCl. 1 IC'cVSt lC.5UDlj.ill tilC liCoCSScii^ praI13 JUlvl/OT SpCCinCclllvIl
to thia office for review and approval.
Conditions:
Cond: BP022
[NOT MET] Comply with Articles 1 and 81 of the California Fire Code for high-piled combustible
storage.
High piled combustible storage is storage of combustible materials of more than 500 square feet
where materials are stored over 12 feet in height from the floor to the top of the storage. For
certain high-hazard commodities, storage height over 6 feet will require a permit from the fire
department.
Cond: CON0000795
[MET]
APPROVED: THIS PROJECT HAS BEEN REVIEWED
AND APPROVED FOR THE PURPOSES OF ISSUANCE
OF BUILDING PERMIT.
THIS APPROVAL IS SUBJECT TO FIELD INSPECTION
AND REQUIRED TEST, NOTATIONS HEREON,
CONDITIONS IN CORRESPONDENCE
AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS.
THIS APPROVAL SHALL NOT BE HELD TO PERMIT
OR APPROVE THE VIOLATION OF ANY LAW.
Entry: 10/13/2005 By: gr Action: AP
RESPONSE TO PLAN CHECK
FOR
SHELVING
*********************
PROJECT
ANTHROPOLOGIE
FORUM AT CARLSBAD
CARLSBAD, CA
*********************
CLIENT
STORAGE COORDINATORS
LAWRENCE PARK INDUSTRIAL CENTER
583 ABBOTT DRIVE
BROOMALL, PA 19008
*********************
JHA PROJECT NO. 05-130-02
11/18/05
JOHN H. HAIGH & ASSOCIATES, INC.
Structural Engineers
479 S. Marengo Ave., Suite A / Pasadena, CA 91101
Phone: (626) 395-7451 Fax: (626) 395-
OCT. 12. 2005
33:50 613-645-4001 HADEL ARCHITECTS INC PAGE 94/06
•»«« /005
City of CaiJsbad OS-349S
P/3W05
Ptens and calculations shall be signed by the California state licensed engineer or
architect where there are structural changes to existing buildings or structural additions.
Please include the California license number, seal, date of license expiration and date
plans are signed. Business and Professions Code. (All sh^etg of the plans shall be
signed and sealed by the engineer.)
2. Only the storage racks are included In this plan review /
3. Provide a statement on the Title Sheet of the plans that this project shall comply with
Title 24 and 1997 UBC. (UBC 2222-2230)
(^ UBC Section 107.2 requires the Building Official to determine the total value of all
2 A£> ""? construction work proposed undar this permit. Please provide a signed copy of the
wf>:".. k - designer's or contractor's construction ooet estimate of all work proposed.
5. Provide a note on the plans indicating if any hazardous materials will be stored and/or
used wrthin me building which exceed the quantities listed in UBC Tables 3-D and 3-£.
;6J The tenant space and new and^or existing facilities serving the remodeled area must be
^ accessible to and functional for the physically disabled. Sfrff^g $$fc of tray^yrom the
[yindica^pe^ parking space Jo tne_nack grig^pnd ttiejffiffifoorns aarvinc^he rack.gpa
cotnoly with altthecurmntdisabled acceaarequirements. Title24, Part2.
7. Obtain Fire Department approval for groups F, M and S occupancy storage per UBC
Sections 306.Sr 309.8 and 311. 8.
8. indicate the clearance from the new racks to tha existing building walls and building
columns. -:.r ' iA
|S'°^e on tne P'ans tha* tne racl< ^es'9n 'oa(^s W)" ^ posted per Section 2222.5.
10- Provide forWIft protection per Section 2222.5,(or check the exception or note on the plan
that no forklift will be used In this area.)'
The plan and calculation appears to show four different types of shelves, it appears to
there are different types of beams (2-beam, tow profile beam, SS beam.. ate). Ailing
bearri size, cmn siz. conncon detareacerent^fljof sheifall be.c/ey,
°n
RechecK the "pallet11 racks as follows;
r12.) Include the 25% Increase In vertical loading for Impact per Section 2228,2
13.J Sheet 1 /E of the calculation shows the storage toad at 3.75 psf. The front page shows
•v~^ HW shelves rated for 1000 pounds and all other shelves rated for 250 pounds. How the
loads at front page turn into the 3.75 psf? Please dartfy.
_,/27/2885 09:58 619-645-4001 . NADEL ARCHITECTS INC PAGE 05/06
OCT.22.2005 00:27 ' *»"S P'OQ
City of Carlsbad 05-3498
10/aO/05
| fl& The plan appears to show moment frame connection In longitudinal direction to resist the
,: eeismic force. (?). Please clarify how to resist the lateral force in transverse direction?
Calculation?
n5y Recheck all connections as follows:
^ a) The rivet bearing capacity Is only dtFu = 0,406(0.0747)65 = 2 kips.
b) Provide calculations for all beam to bracket wefd capacities per Section 2330
(allowable wefd stress is the member thickness times 26 ksi times 1.33, or the
weld stress, whichever Is lower),
rT\Q6/ Recheck the base plate anchors as follows:
a) Check the transverse seismic for overturning with only the top sheif loaded with
the force acting through the center of gravity of the top load per Section 2228.7.
Check the slab stress for the maximum transverse overturning axial load. Show the slab
thickness on the plans per the calculations. Check the maximum slab stress under the
base plate per Section 1915.4,2.
16. The jurisdiction has contracted with Esgi! Corporation located at 9320 Chesapeake Drive,
Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform
the plan review for your project. If you have any questions regarding these plan review
items, please contact David Yao at Esgil Corporation. Thank you.
) ~Dd
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JOK7N H. HAIGH & ASSOC., INC.
STRUCTURAL ENGINEERS
479 S. MARENGO AVE. SUITE A
PASADENA, CA 91101
(626) 395-7451
JOB NO.
BY
DATE-
?6 D&K £&&>!-SH..,OF
> A/o
//o
//,
JOHN H. HAIGH & ASSOC., INC.
STRUCTURAL ENGINEERS
479 S. MARENGO AVE. SUITE A
PASADENA, CA91101
(626) 395-7451 SH ,OF
I cat*
V i...(. i,
WA.
W
/* Mcrr
U// uu p r~r
-3
JOHN H. HAIGH & ASSOC-, INC.
STRUCTURAL ENGINEERS
479 S. MARENGO AVE. SUITE A
PASADENA, CA91101
(626} 395-7451
JOB NO.
BY
3<
x
j u
MO
JOHN H. HAIGH & ASSOC., INC.
STRUCTURAL ENGINEERS
479 S. MARENGO AVE. SUITE A
PASADENA, CA 91101
(626) 395-7451
JOB Mft SG* t*aP -
av *~>JT__
OF •SH
,-;s
l *fc-
NOTE: RiveTiern II is not interchangeable with RiveTier*
| LONG SPAN
— ' S*^ 5t°
,s£i!iS=
Srn-f^
*****
S=:
^^
y
m
*
kJiBE
WITHOUT DECKING (PARTICLE BOARD SOLD SEPARATELY)
STARTER
Model
No.
- 07UL481B-4
- 07UL4824-4
1 07UL483Q-4
- 07UL4B96-4
* 07UL484B-4
' 07UL6018-4
- 07UL6Q18-4H
' 07UL6024-4
" D7UL6024.4H
• 07ULS030-4
" 07ULS030-4H
* 07UL6036-4
" 07UL6036-4H
* 07ULCD-40-4
" 07UL6048-IH
* 07UL7216-4
" 07UL7218--1H
"' Q7UL7218-4HC
' 07UL7224-4
" 07UL7224-4H
— 07UL7224-4HC
• 07UL7230-4
— 07UL7230.4H
— 07UL7230-4HC
* 07UL7236-4
" 07UL7236-4H
'" 07UL723B-4HC
* Q7UL724S-4
" IT7UI .7248-4H
"* 07UL724S-4HC
" 07UL9618-4H
'" 07UL961B-4HC
" 07UL9624-4H
'" Q7UL9624-1HC
" Q7UL3930-4H
•" 07UL9630-4HC
" 07UL9636-4H
*" 07UL.fl53e.4HC
" 07UL964BHH
"" 07UL9648-4HC
ShlD
Wl.
75.6
S0.7
93.S
58. D
94.8
83.6
90.0
S7.B
96.0
91.6
103.0
95.6
107.6
103.8
118.8
91.6
77.2
88.0
95.6
1040
93.6
99-6nn.n
96-8
94.3
103.6
104.4
110.B
126.8
133.4
98.8
112.6
106.0
11$.fl
113.2
127.0
120.4
1.1U?
134,8
148.6
Prlo«E«n
134.20
1-11.10
148.29
154.89
171.99
148.03
161.29
1Sd.33
171 -S3
182.13
182.00
168.72
191.90
18G.83
216.07
162.31
175.57
213.20
169.21
185.91
223.S5
176-40
196.28
233.91
183.00
206.16
243.81
200.11
230.35
267.96
220.49
268-17
234.27
291.95
247.81
295.40
261.01
308.70
292.25
339.93
^S
— ALL UNrrs r HIGH
ADDER
Modal
No.
' 07UL4618-4A
• 07LJL4B24-4A
" 07UL4830-4A
' 07UL4836-4A
" 07UL4S48-4A
• 07UL6018-4A
" 07UL6018-4AH
' 07UL6024-4A
" 07UL6024-4AH
' Q7U16030-4A
" 07UL6030-4AH
' 07UL6036-4A
" 07ULfl036-4AH
' 07UL6D46-4A
" 07UL6048-4AH
• 07UL7218-4A
" 07UL7218-4AH
"• 07UL7218-4AHC
* 07UL72Z4-4A
" 07UL7224-4AH
'" 07UL7224-4AHC
• 07UL7230-4A
" 07UL7230-4AH
•" 07UL7230-4AHC
" 07UL7236-4A
" 07UL7236-4AH
•" 07UL7236-4AHC
' 07UL7248-4A
" 07UU7248-4AH
>" 07UL7246-4AHC
*• 07UL.9616-4AH
*" 07UL9618-4AHC
" 07UL9624-4AH
'" 07UU624-4AHC
** 07IJLfl8nn-4AH
'" Q7UL9630-4AHC
" 07UL9636-4AH
'" 07ULfl838.4AHC
" 07UL964B-4AH
"• Q7UL9648-4AHC
Ship
Wl.
59.2
5S.Q
67.2
71.2
78.4
67.2
73.6
71 2
79,6
75.2
85.0
79.2
91.2
86.4
102.4
75.2
81.6
83.4
79.2
87.6
89. D
83.2
93.6
• 94.2
37.2
99.2
99.8
94.4
110.4110.0
94.2
106,0
101.4
115.2
108.6
122.4
115.8
129.6
130.2
143,4
Price
Each
1 1B.96
126.86
134.06
140.65
157.76
iya./a
147,05
140.69
15/.40
147.89
187-77
154.48i77.ee
171.58
201.83
148.07
161.33
198.97
154.97
171.68
209.31
162.17
182.04
219.68
168.76
191.94
229.5H
185,87
216.11
at>3.75
206,25
253.93
220. D3
267.72
233-57
281.26
246.78
294.46
27B.01
325.69
EXTRA SHELVES FOR UNITS
Modal
NB.
UL4618
UL4824-
UL4830
UL4836
UL4B48
ULC018
UL6018H
UL6024
UL0024H
UL6030
UL6030H
UL6036
UL6Q36H
UL6048
UL6048H
UL7218
UL7218H
UL721HMC
UL7224
UL7224H
UL7224HC
UL7230
UL723DH
UL/if3UHC
UL7238
UL7236H
UL7236HC
UL7248
UL724BH
UL7246HC
UL9618H
UL9618HC
UL9624H
UL9624HC
UL9830H
UL9630HC
UL3636H
UL9636HC
UL3648H
UL964BHC
Ship
Wl.
10.9
11.8
12.S
13.8
15.6
12.Q
14.4
13.8
15.9
14.8
17.4
15.8
18.8
17.6
14.8
16.4
20.0
15.8
17.9
21.5
ie.a
19,4
23.0
17,8
20.9
Z4.4
19.6
23.6
27.2
20.4
25.0
21.4
26.0
24.0
28.6
25.3
30.4
29.4
34.0
PriceEach
22.S4
24.36
26.10
27.80
32.08
26.46
29.78
27.81
31.09
29.62
34.59
31.26
37.05
35.54
43.10
30.03
33.35
43.34
31.38
3S.S6
48.12
33.16
38.15
50-71
34.82
40.61
53.17
39.10
46.66
59.22
45,05
60,12
47.66
63.56
51.04
66.94
54.32
70.22
$2.14
82.20
Capacity/
Shot!
1000
1000
1200
1200
1400
SCO
1200
900
1200
800
1200
900
1300
900
1300
600
1000
1400
600
1000
1400
600
1000
1400
600
1000
1400
700
1000
1500
500
1000
500
1000
500
1000
500
1000
500
1000
'Includes SB only
" "H* modalB include 14 ga. SS in conjunciton wilh one STS.
Adder units (T-Posts| aw not recommended tor haavy duty or seismic applications.
SSdM
requirements, contact taciory tor assistance.
:LQ sees/fI/IT
LOW PROFILE 1
B^BB^BBJBB^BB|BB^B0BBHBBHBB^B11^BB1BB^BHBHBB1B1BBBBBBB11|||IBHMMI
* Low coat unite are more economical
than metal aneiving
• Aseemblec fast - no special tools or
equipment required
• Available In 38", 42" & 48" widths
UllP^^^BBBBBBBBBBPP^BBBBBI
-Slr^=»
=^MT^^E
P^fe=^
STARTER
Model
No.
07U3612-5
07U361 8-5
07U3624-5
07U4812-5
07U4818-5
07U4«i:4-6
07U3612-6
07U3618-6
Q7U3624-0
07U4312-6
07U481&-8
07U4824-6
07U3612-7
07U3B18-7
07U3624-7
07U4812-7
Q7U481 8-7
07U4824-7
07U3612-8
071)3618-8
07U3624-8
07U4812-8
07U4818-8
07U4824-Q
07U3612-9
07U0610-3
07U3624-9
07U4812-9
Q7LH818-9
07U4824-9
S"
Dimension
36x12
36x18
36X24
48 x 12
4flx18
48 x24
36 X 12
36 X 18
38x24
48X1S
48 x 18
4«XZ4
36x12
36x18
36x24
4flx12
48X1B
48x24
36 x 12
3«X18
36x24
48x12
4Sx 18
48x24
38x12
36 x 18
36x24
48x12
48 x 18
48x24
ARTEH
shipWalght
38.1
39.9
41.7
43.9
45.7
•47.5
41.0
42.8
44.7
47.8
49.6
3 1, 4
43.9
45.7
47.6
51.6
53.5
55.3
46. 8
48.6
50.5
55.5
57.3
59.2
49.7
51.5
53.4
59.4
69.1
83.1
==
—•*
I,-— ->
FT""! I1-Hr--r
F? iifcjn -"-;; e shelf
ADDER
AeADDER
WITHOUT DECKING - ALL UNITS T HIGH
Capacity/
Shelf
350
350
360
250
250
250
350
350
350
250
250
250
350
350
350
250
250
250
350
350
350
250
250
250
350
ma
350
250
250
250
Price
Each
95.93
90.30
10? 75
108.36
1 1 1 .73
115.18
102.58
105.95
109.40
116,95
120.32
123.77
1 09.24
112.61
1 1 6.08
125.53
126,90
132.39
115.89
119.26
122.71
134.12
137.49
140.34
122.54
125.91
129.36
142.70
146-07
149.52
Model
No.
07U3612-5A
07U3613-5A
Q7U3624-5A
07U4812-5A
07U4818-5A
07U4fl24-5A
07U3612-6A
07U3618-6A
07\J36•24-fiA
07U4812-6A
07U4818-6A
07tI4P24-6A
07U3612-7A
07U3618-7A
07UaG24-7A
07U4812-7A
07U4ai8-7A
07U4084-7A
Q7U3612-8A
07U3618-3A
u«-J3C•24-9A
07U4612-8A
07U4818-8A
07 J«24-flA
07U3612-9A
07U3618-9A
07U3624-9A
07U4812-9A
07U4318-9A
07U4e24-9A
Ship
Weight
31-6
32.5
33.4
37.4
38.3
39.2
34.5
35.4
36.4
41.3
42-2
43.1
37.4
38.3
39.3
45.2
46.1
47.0
40.3
41.2
42.2
49.1
50.0
50.0
43.2
44.2
45.1
52.9
53.8
54.8
Capacity/
Shelf
350
350
350
2»0
250
250
350
350
3SO
250
250
250
350
350
35(1
250
250
25O
350
350
050
2SO
250
250
350
350
350
250
250
ZSU
Price
Each
78.79
78.47
80.20
88.22
90.90
92.63
83.44
8S.13
86.65
97.80
99.49
101.21
90.09
91.78
93.50
106.39
108-07
109.80
96.75
98.43
100,16
114.97
1 16.66
118.38
103.40
1 05.08
lUb.ai
123.56
125.24
120.37
EXTRA SHELVING WITHOUT DECKING
ModelNo.
U3612
U3618
U3G24
Dimension
36x12
36x18
36x24
Ship
Weight
2.9
2.9
2.9
Capacity/
Shelf
350
350
350
Price
Each
a.ee
6.S6
6,63
Model
No.
U4fll2
U4S18
U4824
Dimension ShlD
Weight
48 x 12 3.3
48X18 3.9
48 X 24 3.9
Capacity/Shelf
260
250
250
Price
Each
8-5B
8.58
8.58
Height over ff and deplh ovar 30" consult factory
Addsr units (T-oosw) are not rBCommentlKl (or soismlc applications NOTE: Particle board shelves must b» cui 1/8" less than nominal size.
Partide board aokl $»parat6Fy.
60/80 39Wd SSdM 80E0-ISP-60G
NOTE: RiveTier* II is not interchangeable with RiveTiero I.
Z BEAM SHELVING
__^_^^H
HUM *flh ty<j' Pvrtcta fioord • 2^if Mdb^i v*iVi 5/aF PanJd* &)«fH ^ 2'
I llggv ^~y
••^H H
'/ X^'y^y/J
c * J
ZS ^ / ZL
It.
V
^^^^^^^^^^^^^^^^^^^^^^^1 For use on 69" & 72* wide models^T^^V^^^^^^^^^^HH • Rigid Z team Increases weight capacity
^B ^^^^^^^^^^^H^HI * Haduced beam profile increases vertical clearance
1 ^^^BBUm b* 1 -Vie P«r sheff
Ncrte: Undercut wood shelves V «m nominal length and width * T°P <* beam '8 flueh wllh «*> of Paf1'c" boafd
WITHOUT DECKING — ALL UNITS 7' HIGH
STARTEB
Modal No.
07ULZ4818-4
07ULZ4fl24-4
07UL24824-4H
07VJ124836-4
07ULZ4836-4H
07UL2404a-4
Q7ULZ4a4S-4H
07ULZ6018-4
07UUS024-4
07ULZ6024-4H
O7ULZ003CM
07ULZ6036-4H
07UU6046-4
07UUBU48-4H
07ULZ7218-4
07ULZ7224-4
07UL27224-4H
07UU7236-4
07ULZ7236-4H
07ULZ7248-4
07ULZ72A8-4M
Dimension
48x18
45X24
48x^4
48X38
46x36
48x48
48x48
60x19
60x24
60x24
00x30
60x36
60x48
b'Uxid
72x18
72x24
72x24
72x36
72x36
72x4fl
72x48
CapTShelf
1250
1250
1750
1000
1750
1000
1500
750
750
1000
730
1000
750
10UU
600
600
1000
900
1000
eoo
1000
Weight
54
57
65
67
87
71
87
55
63
59
73
69
77
/a
74
77
85
87
99
91
107
Price
150.54
156.86
179.35
171.24
202.38
185.64
225.99
168-73
173.05
195.54
197.44
218.85
201,84
zw. i a
203.95
210.27
232.78
224.66
258-07
239.08
27B.-I1
ADDER
Model No.
07UL24818-4A
07UU4824-4A
07ULZ4824-4AH
07UL24636-4A
07ULZ4836-4AH
07UL24848-M
07UL7404S-4AH
07ULZ6Q24-4A
07UL26024--SAH
07ULZ6036-4AH
07ULZ6048-4A
07UL2S0484AH
07ULZ7218-4A
07UL27224-4A
07ULZ7224-4AH
07UL27236--1A
07ULZ7236-4AH
07ULZ7248-4A
07UL27246-*AH
Dimension
48x16
48x24
48x24
46x36
48x39
48x48
48x49
GOxfO
60x24
60x24
tiuxati
60x36
60X48
60x48
72X1 8
72X24
72X24
73x36
72x36
72x48
72X48
Cap^Shelf
1250
1250
1750
1000
1750
1000
1000
700
750
1000
750
1000
750
1000
600
600
1000
eoo
1000
600
1000
Weight
50
53
61
53
63
67
63
GO
39
67
«9
81
73
89
70
73
81
S3
95
87
103
Pries
136.30
142.62
165.11
157.01
186.42
171.40
211,75
132.49
159.61
181.30
173.20
204,61
167.60
227.95
1B9.72
196.03
218.52-
210.42
241.84
224.82
200. IT
EXTRA Z BEAM SHELVING
Model NQ.
— —
ULZ4819
ULZ4S24
ULZ4824-H
ULZ4836
ULZ4836-H
UL24B48
ULZ4848-H
ULZ6018
ULZbUi!4
ULZ6024-H
Dimension
48X18
48x24
48x24
48X36
48x39
48x48
60X18
60X24
60x24
In
Capacity
1250
12SO
1750
1000
1750
1000
1500
750
750
1000
Wolght
10
10
12
12
16
14
18
11
11
13
^VBW^HVV^V^^H
Prloe
28.70
28.28
33.90
31.88
39.73
35.48
45.57
30,76
32,34
37.96
^^^^•^^^^•^^•i^^^v
Model No.
ULZ6036
ULZ6036-H
ULzeo-te
ULZ6046-H
ULZ7218
ULZ7224
ULZ7224-H
ULZT236
ULZ7236-H
ULZ7248
ULZ7248-H
Dimension
60x36
60x36
60x46
60x48
72x18
72X24
72x24
72x36
72x36
72X48
72x48
Capacity
750
1000
750
1000
600
600
1000
600
1000
600
1000
WV^^P^^^HHI
Weight
13
16
15
19
15
13
17
17
20
19
23
^^^^M^^m^^^
Price
35.94
43.79
39.54
49.63
40.06
4!. 64
47.26
45.24
53.09
48.84
58.93
"H" modgts u&e a ZDS center shelf support for added capacity / "ZL" beam ia uaed for 69" and 72" wide models for added strenath*" modal le an Adder Unit u
Note: Undercut wood shelves
60/60
'„" on nominal length and width. Particle board sold seoaratelv.
SSdM B0E0-TSt>-606
STRUCTURAL CALCULATIONS
FOR
SHELVING
*********************
PROJECT
ANTHROPOLOGIE
FORUM AT CARLSBAD
CARLSBAD, CA
*********************
CLIENT
STORAGE COORDINATORS
LAWRENCE PARK INDUSTRIAL CENTER
583 ABBOTT DRIVE
BROOMALL, PA 19008
*********************
*^L£F C^-V-'
JHA PROJECT NO. 05-130-02 """""
8/30/05
JOHN H. HAIGH & ASSOCIATES, INC.
Structural Engineers
479 S. Marengo Ave., Suite A / Pasadena, CA 91101
Phone: (626) 395-7451 Fax; (626) 395-7454
JOHN H. HAIGH & ASSOCIATES, INC
Structural Engineers
479 S. Marengo Ave., Suite A
Pasadena, CA 91101
Ph: (626) 395-745 1 Fx: (626) 395-7454
-CALCULATION INDEX-
STORAGE COORDINATORS
ANTHROPOLOGIE
CARLSBAD, CA
(PROJECT NAME & LOCATION)
JHA#:
BY:
DATE:
SHEET:
05-130-02
AR
10/1 1/05
CALCULATION INDEX
STEEL SHELVES
A. SHELVING LAYOUTS
B. MATERIAL LIST
C. SHELVING TYPES AND DIMENSIONS
D. SHELVING COMPONENTS AND SECTIN PROPERTIES
E. SEISMIC STABILITY & ANCHORAGE CALCULATIONS
F. COMPUTER ANALYSIS
a). 10 X 4 X 36 MOBILE UNITS
b). 10 X 4 X 18 WALL SUPPORTED UNTIS
G, TEST RESULTS OF TRACK AND ANCHORAGE CLIP
CO
^ffi
oo
GO£
6Co
88 O
* -<
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JOHN -H. HAIGH & ASSOC., INC
STRUCTURAL ENGINEERS
479 s. UARENGO AVE. SUITE A
PASADENA, CA. 91101
(626) 395-7451
STORAGE COORDINATORS, INC.
ANTHRO CARLSBAD
JOB NO..
BY
DATE
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SINGLE SEISMIC FDDT PLATE
FDDT PLATES DETAILT
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Mid Shelving Uprights
See CrossroHSchedule
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DR «2xl' SELF DRILLING SCREV5
THROUGH CENTER PLATE AND
SHELVING L UPRIGHT
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SEISMIC ATTACHMENT DETAIL
JOHN H. HAIGH & ASSOC., INC.
STRUCTURAL ENGINEERS
479 S. MARENGO AVE. SUITE A
PASADENA. CA91101
(626) 395-7451
JOB NO.
BY_
DATE
SH._OF
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JOViN H. HA1GH & ASSOC., INC.
STRUCTURAL ENGINEERS
479 S. MARENGO AVE. SUITE A
PASADENA, CA91101
(626) 395-7451
JOB NO..
BY.
DATE!
SH..OF
r
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c.
:'.C1
0.2
JORN H. HAIGH & ASSOC., INC.
STRUCTURAL ENGINEERS
479 S. MARENGO AVE. SUITE A
PASADENA, CA 91101
(626) 395-7451
BY
DATE
SH._OF
c
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Wednesday, August 31, 2005, 02:08 PM
PAGE HO. 1
****************************************************
* *
* STAAD.Pro *
* Version 2002 Bid 1005. US *
* Proprietary Program of *
* Rasearch Engineers, Intl. *
* Date* ACS 31, 2005 *
* Iimo= 14: 8:22 *
* *
* USER H>: JOHH H. HAIGH _JISSOC. INC. *
****************************************************
1. STAAD PLANE
2. START JOB INFORMATION
3. ENGINEER DATE 15-MAR-01
4. END JOB INFORMATION
5. * PROJECT: ANTHROPOLOGIE
6. * ADDRESS CARLSBAD, CA.
7. * PROJECT NO: 05-130-02
8. * STORE SHELVING 10X4X36"
9. * 18 SHELVES 16 LOADED
10. * SEISMIC ZONE: (X)4; ( )3; ( )2B; ( )2A; ( )1; ( }RMI
11. * LEVEL OF INSTALLATION: GROUND
12. * DESIGN CRITERIA: 2001 CBC
13. * MAX. SHELF LOAD IS 22.5 # PER SHELF 3.75 PSF
14. *
15. UNIT FEET KIP
16. JOINT COORDINATES
17. 1 0 0 0; 2 3 0 0; 3 0 0.29 0; 4 3 0.29 0; 5 0 1.54 0; 6 3 1.54 0
18. 7 0 2.79 0; 8 3 2.79 0; 9 0 4.04 0; 10 3 4.04 0; 11 0 5.29 0
19. 12 3 5.29 0; 13 0 6.54 0; 14 3 6.54 0; 15 0 7.67 0; 16 3 7.67 0
20. 17 0 8.79 0; 18 3 8.79 0; 19 0 9.92 0; 20 3 9.92 0
21. MEMBER INCIDENCES
22. 1 1 3; 2 2 4; 3 35; 4 4 6; 5 5 7; 6 6 8; 7 7 9; 8 8 10; 9 9 11
23. 10 10 12; 11 11 13; 12 12 14; 13 13 15; 14 14 16; 15 15 17; 16 16 18
24. 17 17 19; 18 18 20; 19 3 4;20 5 6;21 7 8;22 9 10;23 11 12;24 13 14
25. 25 15 16;26 17 18;27 19 20
2-6. UNIT FEET POUND
27. DEFINE MATERIAL START
28. ISOTROPIC MATERIALl
29. E 4.176E+009
30. POISSON 0.295455
31. DAMP 2.8026E-044
32. END DEFINE MATERIAL
33. UNIT INCHES KIP
34. MEMBER PROPERTY AMERICAN
35. * LEGS
36. 1 TO 18 PRIS AX 0.142 IX 0.041 12 0.041
37. * SHELF SUPPORT
38. 19 TO 27 PRIS AX 0.274 IX 0.02 IS 0.212
39. CONSTANTS
40. MATERIAL MATERIALl MEMB 1 TO 27
41. UNIT FEET POUND
C:\My Documents\Castlebrook Barns\&xamples\SCUO3.Q13std.anl Page 1 of 5
Wednesday, August 31, 2005, 02:08 PM
SffAAD PLANE — PAGE NO. 2 <~>
42. SUPPORTS
43. 1 2 PINNED
44. * 20 FIXED BUT FY MY MZ
45. LOAD 1 ( VERT )
46. MEMBER LOAD
47. 1 TO 18 UNI GY -31.5
48. LOAD 2 ( SEISMIC LATERIAL )
49. MEMBER LOAD
50. 1 3 5 7 9 11 13 15 17 19 UNI GX -6.317
51. 1 TRAP GX 0 -0.301
52. 3 TRAP GX -0.301 -1.598
53. 5 TRAP GX -1.598 -2.896
54. 7 TRAP GX -2.896 -4.193
55. 9 TRAP GX -4.193 -5.491
56. 11 TRAP GX -5.491 -6.788
57. 13 TRAP GX -6.788 -7.961
58. 15 TRAP GX -7.961 -9.124
59. 17 TRAP GX -9.124 -10.297
60.
61,
62,
63,
64,
65.
66.
PROBLEM STATISTICS
LOAD COMB 3 '
1 1.0
LOAD COMB 4 '
1 0.9 2 1.0
LOAD COMB 5
1 0.9 2 1.5
( 12-7 )
( 12-10 )
( FOR FLOOR HOLD DOWNS MULP X 1.5 LAT.
PERFORM ANALYSIS
NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 20/ 27/ 2
ORXGINAL/FIHftL BAND-WIDTH= 2/ 2/ 9 DOF
TOTAL PWMARS LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 56
SIZE OF STIFFNESS MATRIX - 1 DOUBLE KILO-WORDS
REQRD/AVAIL. DISK SPACE = 12.0/ 9857.1 MB, EXMEM = 1498.7 MB
67. LOAD LIST 4
68. PRINT MEMBER FORCES
C:\My Documents\Castlebrook Barns\examples\SCU03,013std.anl Page 2 of 5
Wednesday, August 31, 2005, 02:08 PM
STAAD PLANE
MEMBER END FORCES STRUCTURE TYPE *
ALL UNITS ARE —
MEMBER LOAD JT
1 4
2 4
3 4
4 4
5 4
6 4
7 4
8 4
9 4
10 4
11 4
12 4
13 4
14 4
15 4
1
3
2
4
3
5
4
6
5
7
6
8
7
9
8
10
9
11
10
12
11
13
12
14
13
15
14
16
15
17
PLANE
PAGE NO. 3 3y4
PQUN FEET
AXIAL
499.
-491.
63.
-54.
454.
-419.
91.
-55.
377,
-342.
97.
-62.
303.
-268.
100.
-64.
235.
-199.
97.
-62.
172.
-137.
89.
-54.
117.
-85.
74.
-42.
72.
-40.
25
03
21
99
97
54
05
61
56
12
59
15
95
51
32
89
43
99
97
53
76
32
76
32
30
26
35
31
21
46
SHEAR- Y SHEAR- Z
-66.
64.
-66.
66.
-57.
48.
-53.
53.
-53,
43.
-48.
48.
-49.
36.
-43.
43.
-43.
29.
-36.
36.
-36.
21.
-29.
29.
-28.
13-
-21.
21.
-21.
4.
02
14
67
67
99
91
87
87
96
25
82
82
00
67
07
07
23
28
51
51
72
15
07
07
96
49
27
27
36
72
0.
0.
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0.
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0.
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TORSION
0.
0.
0.
0.
0.
0.
0.
0.
0,
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
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0.
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00
00
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00
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urtu v ur&if wMUM JL £9Un~£i
0
0
0
0
0
0
0
0
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0
0
0
0
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0
0
0
0
0
0
0
0
0
0
0
0
0
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.00
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.00
.00
.00
.00
.00
.00
.00
.00
.00
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0.00
-18.88
0.00
-19.33
-35.34
-31.64
-34.63
-32.71
-31.33
-29.60
-30.25
-30.77
-27.68
-26.03
-26.47
-27.37
-23.61
-21.88
-22.23
-23.41
-19.00
-17.34
-17.41
-18.94
-12.66
-11.45
-11.14
-12.89
-8.14
-6.58
C:\My Documents \castlei>roo* Barns\ex3mples\SCO03. 013std.anl Page 3 Of 5
Wednesday, August 31, 2005, 02:08 PM
STAAD PLANE
MEMBER END FORCES STRUCTURE TYPE =»PLANE
— PAGE HO.4
ALL ONUS ARE — PGDN FEET
MEMBER LOAD JT
16
17
18
19
20
21
22
23
24
25
26
27
69.
70.
4 16
18
4 17
19
4 18
20
4 3
4
4 5
6
4 7
8
4 9
10
4 11
12
4 13
14
4 15
16
4 17
18
4 19
20
<•********* END
LOAD LIST 1 TO
PRINT SUPPORT
AXIAL SHEAR-Y SHEAR- Z
55.37
-23.62
33.64
-1.60
30.43
1.60
6.15
12.80
-5.05
5.05
-5.74
5.74
-6.56
6.56
-7.44
7.44
-7.81
7.81
-7.87
7.87
-9.25
9.25
-4.15
4.15
OF LATEST
5
REACTION
-13.
13.
-13.
-4.
-4.
4.
36.
-36.
41.
-41.
38.
-38.
33.
-33.
27.
-27.
20.
-20.
13.
-13.
6.
-6.
1.
-1.
40
40
96
15
15
15
06
06
98
98
17
17
08
08
23
23
02
02
06
06
82
82
60
60
AHALlSJ-S
0.
0.
0.
0.
0.
0.
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0.
0.
0.
0.
0.
0.
0.
0.
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0.
0.
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0.
0.
0.
0.
0.
00
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TORSION
0.
0.
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0.
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UflU V IwD^YU >7jsmn— * j»jra~i
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-6.
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— 1
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53.
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RESUl/x »"--"•"-""
C:\My Documerits\Castlebrook Barns\examples\SCU03.013std.anl Page 4 of 5
Wednesday, August 31, 2005, 02:08 PM
ST-AAD PLANE — PAGE NO.
SUPPORT REACTIONS -UNIT POUN FEET STRUCTURE TYPE - PLANE
JOINT LOAD FORCE-X PORCE-Y FORCE-Z MOM-X MOM-Z MOM Z
1 0.00 312.48 0.00 0.00 0.00 0.00
2 66.02 218.02 0.00 0.00 0.00 0.00
3 0.00 312.48 0.00 0.00 0.00 0.00
4 66,02 499.25 0.00 0.00 0.00 0.00
5 99.03 608.26 0.00 0.00 0.00 0.00
1 0.00 312.48 0.00 0.00 0.00 0.00
2 66.67 -218.02 0.00 0.00 0.00 0.00
3 0.00 312.48 0.00 0.00 0.00 0.00
4 66.67 63.21 0.00 0.00 0.00 0.00
5 100.00 -45.80 O.QO 0.00 0.00 0.00
71. FINISH
END OF LATEST ANALYSIS RESULT
********** END OF THE STAAD.Pro RDH *********;
**** DATE= AOG 31,2005 TIME= 14: 8:27 ****
For questions on STAAD.Pro, please contact ;
By Email - North America : support@reiusa.com
8y Email - International : support@reiworld.com
Tel. (USA) : 714-974-2500 ; Fax (USA) : 714-974-4771
C:\My Documents\Castlebrook Barns\examples\SCUO3.013std,anl Page 5 of 5
*/*
1%
Software licensed to JOHN H. HAJGH & A550C. INC.
Jot) Title
Client
Job No Sheet No Rev
1
Part
Ret
By 0*<«15-Mar-01 Chd
File SCUO3.013std.Std Datemme 31.AUQ-2005 14:08
19
17
IS
11
27
26
25
24
23
(8
.18
16
U
14
12
12
10
22
21
20
19
Print Time/Date: 31/08/200514:08 STAAD.Pro for Windows Release 2002 Print Run 1 of 1
Wednesday, August 31, 2005, 02:29 PM
PAGE NO.
* STftAD.Pro *
* Version 2002 Bid 1005.US *
* Proprietary Program of *
* Research Engineers, Intl. *
* Date" AUG 31, 2005 *
* Time- 14:28:38 *
* *
* USER ID: JOHN H. HAIGH ASSOC. INC. *
****************************************************
1. STAAD PLANE
2. START JOB INFORMATION
3. ENGINEER DATE 15-MAR-01
4. END JOB INFORMATION
5. * PROJECT: ANTHROPOLOGIC
6. * ADDRESS CARLSBAD, CA.
7. * PROJECT NO: 05-130-02
8. * STORE SHELVING 10X4X18"
9. * 9 SHELVES 8 LOADED
10. * SEISMIC ZONE: (X)4; ( )3; ( )2B; { )2A; ( )1; ( )RMI
11. * LEVEL OF INSTALLATION: GROUND
12. * DESIGN CRITERIA: 2001 CBC
13. * MAX. SHELF LOAD IS 22.5 # PER SHELF 3.75 PSF
14. *
15. DNIT FEET KIP
16. JOINT COORDINATES
17. 1 0 0 0; 2 1.5 0 0; 3 0 0.29 0; 4 1.5 0.29 0; 5 0 1.54 0; 6 1.5 1.54 0
18. 7 0 2.79 0; 8 1.5 2.79 0; 9 0 4.04 0; 10 1.5 4.04 0; 11 0 5.29 0
19. 12 1.5 5.29 0; 13 0 6.54 0; 14 1.5 6.54 0; 15 0 7.67 0; 16 1.5 7.67 0
20. 17 0 8.79 0; 18 1.5 8.79 0; 19 0 9.92 0; 20 1.5 9.92 0
21. MEMBER INCIDENCES
22. 1 1 3; 2 2 4; 3 3 5; 4 4 6; 5 5 7; 6 6 8; 7 7 9; 8 8 10; 9 9 11
23. 10 10 12; 11 11 13; 12 12 14; 13 13 15; 14 14 16; 15 15 17; 16 16 18
24. 17 17 19; 18 18 20; 19 3 4;20 5 6;21 7 8;22 9 10;23 11 12;24 13 14
25. 25 15 16;26 17 18;27 19 20
26. UNIT FEET POUND
27. DEFINE MATERIAL START
28. ISOTROPIC MATERIALl
29. E 4.176E+009
30. POISSON 0.295455
31. DAMP 2.8026E-044
32. END DEFINE MATERIAL
33. UNIT INCHES KIP
34. MEMBER PROPERTY AMERICAN
35. * LEGS
36. 1 TO 18 PRIS AX 0.142 IX 0.041 IZ 0.041
37. * SHELF SUPPORT
38. 19 TO 27 PRIS AX 0.274 IX 0.02 12 0.212
39. CONSTANTS
40. MATERIAL MftTERIALl MEMB 1 TO 27
41. UNIT FEET POUND
C:\My Docuiaents\Castlebrook Baxns\exaraple3\SCU01.511std.anl Page 1 of 5
Wednesday, August 31, 2005, 02:29 PM
STJAAD PLANE — PAGE SO.
42. SUPPORTS
43. 1 2 PINNED
44. J- 20 FIXED BUT FY MY MZ
45. LOAD 1 ( VERT )
46. MEMBER LOAD
47. 1 TO 20 UNI GY -15.75
48. LOAD 2 ( SEISMIC LATERIAL )
49. MEMBER LOAD
50. 1 3 5 7 9 11 13 15 17 19 UNI GX -6.317
51. 1 TRAP GX 0 -0.301
52. 3 TRAP GX -0.301 -1.598
53. 5 TRAP GX -1.598 -2.896
54. 7 TRAP GX -2.896 -4.193
55. 9 TRAP GX -4.193 -5.491
56. 11 TRAP GX -5.491 -6.788
57. 13 TRAP GX -6.788 -7.961
58. 15 TRAP GX -7.961 -9.124
59- 17 TRAP GX -9.124 -10.297
60. LOAD COMB 3 ( 12-7 )
61. 1 1-0
62. LOAD COMB 4 ( 12-10 )
63. 1 0.9 2 0.5
64. LOAD COMB 5 ( FOR FLOOR HOLD DOWNS MULP X 1.5 LAT. )
65. 1 0.9 2 0.75
66. PERFORM ANALYSIS
PROBLEM STATISTICS
NUMBER OF JOIMTS/MEMBER+ELEMEHTS/SUPPORXS = 20/ 27/ 2
ORXGIHftL/FINAL BMHJ-WIDTH= 2/ 2/ 9 DOF
TOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 56
SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO-WORDS
REQRD/AVAIL. DISK SPACE * 12.0/ 9861.0 MB, EXMEM = 1500.9 MB
67. LOAD LIST 4
68. PRINT MEMBER FORCES
C:\My Documents\Castlebrook Barns\examples\SCi701-511std.anl Page 2 of 5
Wednesday, August 31, 2005, 02:29 PM
, . STAAD PLANE
MEMBER END FORCES STRUCTURE TYPE =
ALL DNITS ARE —
MEMBER LOAD JT
1 4
2 4
3 4
4 4
5 4
6 4
7 4
8 4
9 4
10 4
11 4
12 4
13 4
14 4
15 4
1
3
2
4
3
5
4
6
5
7
6
8
7
9
8
10
9
11
10
12
11
13
12
14
13
15
14
16
15
17
POON FEET
AXIAL
378
-374
-55
59
328
-311
-34
52
258
-240
-20
38
202
-184
-0
18
151
-133
15
2
106
-89
24
-6
69
-53
26
-10
40
-24
.98
.87
.23
.34
.81
.09
.54
.26
.26
.54
.69
.41
.41
.69
.28
.00
.67
.95
.03
.69
.74
.02
.52
.80
.03
.02
.79
.77
.02
.15
PLANE
SHfiAR-Y SBEAR-Z
-34
33
-26
26
-30
25
-25
25
-27
22
-23
23
-24
18
-21
21
-21
14
-18
18
-18
10
-14
14
-14
6
-10
10
-10
2
.65
.71
.96
.96
.20
.66
.73
.73
.61
.26
.78
.78
.43
.26
.61
.61
.63
.66
.24
.24
.36
.57
.54
.54
.47
.74
.64
.64
.70
.38
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
— PAGE NO.
TORSION
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
MCM-Y
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0,00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
MOM
0.
— Q
0.
-7.
-18.
-16.
-16.
-15.
-16.
-14.
-14.
-14.
-14.
-12.
-13.
-13.
-12.
-10.
-11.
-11.
-9.
-8.
-8.
-9.
-6.
-5.
— S
-6.
-4.
—3
3
Ml
00
91
00
82
59
41
83
33
61
65
94
77
13
64
65
36
13
64
41
39
79
38
99
18
59
46
84
18
29
09
C:\My Docmaents\Castlebiook Barns\examples\SCU01.Sllstd.anl Page 3 of 5
Wednesday, August 31, 2005, 02:29 PM
. i STAAD PLANE
MEMBER END FORCES STRUCTURE TYPE =
ALL UNITS ARE -- POOH
MEMBER LOAD JT
16
17
18
19
20
21
22
23
24
25
26
27
69.
70.
4 16
18
4 17
19
4 18
20
4 3
4
4 5
6
4 7
3
4 9
10
4 11
12
4 13
14
4 15
16
4 17
18
4 19
20
r********* gHD
LOAD LIST 1 TO
PRINT SUPPORT
FEET
PIANE
AXIAL SHEAR-Y SHEAR -2.
23
-7
17
-1
14
1
3
1
-1
1
-2
2
-3
3
-3
3
-3
3
-3
3
-4
4
-2
2
OF
5
.76
.89
.40
.38
.64
.38
.51
.23
.96
.96
.17
.17
.37
.37
.70
.70
.90
.90
.97
.97
.53
.53
.14
.14
LATEST
-6
6
-6
-2
-2
2
46
-24
52
-31
38
-38
33
-33
27
-27
19
-19
12
-12
6
-6
1
.68
.68
.91
.14
.14
.14
.06
.80
.83
.57
.13
.13
.03
.03
.21
.21
.99
.99
.99
.99
.75
.75
.38
-1.38
ANALYSIS
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
0.00
RESULT
- PAGE NO.
TORSION MCM-Y
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
0.00
0.
0.
0.
0.
0.
0.
0,
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
4
WDM-Z
— ^-3.
-2.
-0.
— 1
— 1
28.
24.
33.
30.
28.
28.
24.
24.
20.
20.
14.
15.
9.
9.
5.
5.
0.
1.
55
92
02
74
09
33
50
65
02
28
77
42
77
77
43
38
96
02
75
74
11
01
74
33
REACTION
C:\My Docuntents\Castlebrook Barns\examples\SCUO1.511std.anl Page 4 of 5
Wednesday, August 31, 2005, 02:29 PM
STAAD PLANE — PAGE NO.
SUPPORT REACTIONS -UNIT POUN SEET STRUCTURE TYPE = PMHE
JOINT LOAD PORCE-X FORCE-Y FORCE-Z MCtM-X MCM-Y MOM Z
1 4.41 179.86 0.00 0.00 0.00 0.00
2 61,35 434.21 0.00 0.00 0.00 0.00
3 4.41 179.86 0.00 0.00 0.00 0.00
4 34.65 378.98 0.00 0.00 0.00 0.00
5 49,99 487.54 0.00 0.00 0.00 0.00
1 -4.41 179.86 0.00 0.00 0.00 0.00
2 61.86 -434.21 0.00 0.00 0.00 0.00
3 -4.41 179.86 0.00 0.00 0.00 0.00
4 26.96 -55.23 0.00 0.00 0.00 0.00
5 42.42 -163.78 0.00 0.00 0.00 0.00
71. FINISH
END OF LATEST ANALYSIS RESULT
:********* END OF THE STAAD.Pro RUN **********
**** DATE= AUG 31,2005 TIME= 14:28:43 ****
For questions on STAAD.Pro, please contact :
By Email - North America : support@reiusa.com
By Email - International : support8reiworld.com
Tel. (USA) : 714-974-2500 ; Fax (USA) : 714-974-4771
C:\My Docuiaents\Castlebrook Barns \examples\SCUOl. Sllstd. anl Page 5 of 5
IK
Software licensed to JOHN H. HAIGH & ASSOC. INC.
Job Title
Client
Job No Sheet No
1
Rev
Part
Ref
By O^S-Mi
F"« SCUO1.511std.std
IT-01 ^
D*m™ 31-Aug-2005 14:28
f!9 27
17
20
17 26 18
16
19
Print Time/Date: 31/08/2005 14:26 STAAD,Pro for Windows Release 2002 Print Run 1 of 1
Mar-23-98 1O:03A P.O1
SMITH-EMSRY ^OM^A.VY
TTtf Pail Sfmcc Imifjmutfnl Twmx Laboratory, Established 7904
-rt Bid; • U«
File No.
Lab No.
33530
L-97-1585
November 19. 1997
CLJENT: STORE TECH
2430 N. G'assel Street
Orange, CA 92865
.; PauJGrenis
PROJECT TOYS "R" US
179 N. Moorparif Road
Thousand Oaks, CA 91 360
Proof Load Tests performed on Anchors Installed in Concrete.
Dale Tested; 11/11/97
Procedure; Specimens were proof loaded in tension ay applying 5Decified toad, using a calibrated
torque wrench.
RGSULTS OF TESTS
Locations
Nominal
si™
-^^— «^« -MBMiQusntfty
Tested
•1 mLoad,
Ft. Lbs
Observation
Ground L&vel - Storage Rack Support - Addition** Storage floom - Job * 97-6560
3/3 51 30 No Movement Occurred
Type of Anchor Ramset / Red Head - Wedge & Steeve Anchors
Anchor Placement: Floor Load as per Denn.s Somes
Underiayment: HardrocK Concrete Technician: R. Sison / R. Ennquez
AH anchors satisfy loading reQUJrements.
Respectfully Submtttea
SMITH-SMEW COMPANY
es FRer
Reistered Civil Engineer No.41507
Expires: 12-31-99
JEP'.sq
T3 FflOM O"
O AS THE CONFIOCN
THCM 19 »e3CRVCn f CNOINO OUH W»ITTIN *» * MUTLTAI,. J^OTCCTJON TO CLIENTS. Tn£ »V«l.<C -
1O:O4A P . 03
2.5
•
•
1.«
73
.125 -H —
37
i-
f
.082
% AHti - ii p ARM
**MNS
GUT
.188 —
—*
10207-S
DIE NUU6£A
— .363
^-.010 High x 90* ID.
.125 -1"
^ •*•
' i" * *—J —.125
•« —
—I .625 —
.925 I—
No Exposed Surfaces
a*ntm^Tr,oisN?ed jam
£5T. ***.905
CMIY *ZE
N/A
EST. W/F
1.086
MAX tune
6.939
10207.dw9
6
tjirtn t irfA
2-3
PENNEX ALUMINUM COMPANY
P.O. 8OX ?00 ftELLSVtU£,?A, i
STANftMfi CQUUCCQM. T^UjUHCES FW» QIHUOCO MOOUCTS
CUSTOMER ^^ Metfl(5
A^ucA-noN ^^ ^ ^ .^ ^ w ^ «« »*
OOA1M 9r OAH CMCGMB) BY SOLE 4U0T * 7|IPff
WRG 10/24/97 ! Full 6105-75 i
9OUO 9 HOLUW a ja*-*aLu3w O
Mai--23-98 1O: O4A
. . DATS.
SUBJECT
ALVtN G£ttHR ASSOCIATES
CONSULTlNa StauCTUflAl. £N£ltt£SflS
P . O4
SHEET HO. ..
DESKS* MO.
jaa. no. --
TRUCTURAL
3/31/2001
ETAIL 'A'
,v I°:r°?£~' P." 053 "—Tftt^ST™ ALV*N <3SLL£B ASSOCIATES SHSET "°< -
S^-JL-ZLL., CONSULTJNOSTBUCTURAi. ENGINEERS DESIGN NO J^IL2~
v
...
JOB. NO.
Up LIFT F=CRC£
^ , *— n .rv—i -s "N \ . • /_ -^ '*".ZS s
oua
-p - i^^-^ i ^.(^ ,\ ^- ^—— t. [ k o \, <a. / ' l^
(u- S O - * yi^r>!
1O:O4A3?ALVIN GEUEfl ASSOCIATES
CONSULTING STRUCTURAL
SUBJECT
SHEET NO,...
DESIGN HO. -
JOB. KG
P . O6
*•
.015-]
' 0 ^
x
I
ICfto
v
x;
, f ?
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INC Pag* 1 OS 5"
312/ 595-3500
W6fflEEfflNa,flEPQRT
NUMBER
542
SUBJECT Fallout and Shear Test #12-14 TEKS3/2 & 1/4-14 THCS»/3
DATE May U9 1979 CUSTOMER
Buildex S. Africa n /i ft
Stanley Mcravak APPROVED I
f;L^/ \ M
: Hoofing 4 Cladding
To detarniin* pullotit and shear strasgth charactaristlia of cha subject ?art3 in various
c aluminun.
Pullout Taat:
Subj*cr fastdttera were inataiiad inno the t«at masarial wick a d»pth aar^iog
2000 rpm. Tasc set up was as per procadura i*102 atracied, FaaCariers w«ra tascad uncil
failura
SHEAR TS5T:
Subj*ct fastauars wer* iaatallad into tha teat inatariai with i depth
2000 rpffl. T»st set-up waa aa p«r procedure #103 atcachadi Fastanerg w«ra tested until
failure occurrad.
o
Sampla case piatas w«rs mauuzacctirad co th* tast specimen llloscracsd telov am; juilad un:
ulElaoatB faiiura occurred, T«sc placaa w*r» graphed ou til* Siniua Oistu Tanaila r
Machiat,
TSST
1/2" HAD. TO.
k- ^1r~ 2" ~7
4 TIP.
QT t« !)» fl'iclo««d <3F
r.cipUrtr aJ ?bi* rnfnrmsTion
by f
r .502"
Approa:.
, in arty farm, wilhouT th» writT*n ibni*nf a
r« Hold ^ueh Jfawin^A «nd roar fn/ormarUn in
J Itimof*
Mar--23-9S 1O:O6A 4 P . O9
of
GAUGE
(.060" )
C .12511 )
3/1S" C .137" )
ABZA
.03012"
.061746"
.09538"
710 Ibs,
1290 Iba,
4350 lb«.
STSB3S
23,572 ?.3.I,
20,392 P.S.I,
45,507 ?.S.I.
thickness (A) .060"
(B) .125"
CO ,187"
lESULtS;
#12-14 s I
Pare So, 624-121630-04
#1/4-14 i 3/4" TZSSo/3
?*rt Ho. 634-251230-OQ
l fastansra carbon
Taat; (ulgjaata l
(.060**)
x I11 T2XS0/2
546
574
566
590
J94
574
#1/4-14. s 3/4" TZSSO/3
550
520
346
533
136
533
foraed ^
10:06A .„. p_1Q
Paga 3 Q£ $
#12-14 s W T2XS»/2 #1/4-14 s 3/4" IZKW/3
776 792
768 79Q
740 798
2Z2 762
avg
o£ fi
763 Iba, ivg, 785
c-aaas alumlaun Gasti plata failed
uiaara*.
(.187") _ • '
•#12-14 % 1" TESS®/: #1/4^14 a 3/4"
^ -r 2670 2830
, OUT 2570 . 275C
2700 2800
2830 2790
2717 Ibs, avj. 2792 lb», avg.
HDde ^ failtSrit l^i1^5*' a1'^- ^- Pl*t. f^lad ta, c,raads ^ tesc
Shear taat:
: (ulrittaca
,060" -t- ,060"
#12-14 3 1" j.ifi^tw/i #1/4-14 := 3/4" T
^0
6 ««fJ2 564
496
310 Ibs. «vs. j74 lba
of f
125" -*- ,
3/4"
1210 1240
1120 121Q
1195 2ia. rrs. 1225 n,a, aV8i
1 O : O6A
P. 11
Mod* oi failure; In all *..la all Caa« ta,r ^teriAl failed in
-i37" •*- .1S7'1
r- ,,
2370* 278°*
2380
Iba.
brolc* ia
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